Report (10) •
Client: Smart Development Date: 3/29/2018 Page 2 of 5
EWP Studio
Project: Designer: Lee Narver
Simpson Strong-Tie® Address: Plan 2768 Job Name: 032918-01
Component SolutionsTM Project#:
J4 RFPI 20 11.875" Level:Main Floor
2
•'. ., /
� o
1 SPF 2 SPF /
2 / 138 3/4"
/ /1 3'8 3/4" 1 3/4"
/ /
13'8 3/4"
Member Information Reactions UNPATTERNED lb (Uplift)
Type: Joist Application: Floor Brg Live Dead Snow Wnd Const
Spacing: 16"o.c. Design Method: ASD 1 363 136 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 369 138 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: 23/32 APA Rated Sturd-
Importance: Normal l-FloorOSB Nailed and
Glued
Temperature: Temp<=100°F Vibration: OK
General Load Bearings
Vibration Span: 17-1-1(78%)
Floor Live: 40 PSFBlockin 0 Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
9
Dead: 15 PSF 1 -SPF 2.750" 43% 136/363 500 L D+L
2-SPF 4.000" 36% 138/369 507 L D+L
Analysis Results
Analysis Actual Location Allowed Capacity Comb. Case
Moment 1619 ft-lb 6'9 3/4" 3640 ft-lb 0.445(44%) D+L L
Shear 487 lb 2" 1420 lb 0,343(34%) D+L L
LL Defl inch 0.124(L/1282) 6'9 3/4" 0.332(L/480) 0.370(37%)L L
TL Defl inch 0.171 (L/932) 6'9 3/4" 0.665(L/240) 0.260(26%) D+L L
LL Bare Defl 0.151(L/1059) 6'9 3/4" 0.443(L/360) 0.340(34%) L 40 PSF L
Design Notes
1 Bottom flange braced at bearings. i
ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const. 1.25 Comments i
1 Part.Uniform 0-0-0 to 13-8-12 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 13-8-12 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
chemicals 5.Provide lateral support at bearing paints to avoid ty;,riti t':3s'$:f.Etf�¢' :?tso Capital Lumber
Notes lateral displacement and rotation 2980 National Way,OR
caloulatad struaturoa Designs is responsible only of the Handling&Installation 6.web stiffeners far point load as shown M'mimum Roseburg Forest Products USA
structural adequacy of this component basad on the 1.IJoislflangesmustnotbecutorddlled pointioadbeadngiengtn�=as inches 4500 Riddle By-pass Rd 97071
design criteria and loadings shown. Il s the 2.Refer to latest copy of the IJoist product Information 7,For flat roofs provide proper drainage to prevent Riddle,OR 97469 503-981-4424
esponsibilily of the customer and/or the contractor to details far framing details,sti/fener tables,web hole ponding (541)784-4005
e e the component suitability of the intended chart,bridging details,multi-ply fastening details and
application,and to ventythe dimensions and loads. handling/erection details
www.roseburg.com
Lumber 6.DamagedlJoisismustnotbeused APA PR-L259,ICC-ES:ESR-1251 CAPS TAL
1.D onditions,unless noted otherwise 4.Design assumes top g orgae to be fed in a ra neaelo„d
2.IJoist not to be treated with fire retardant or corrosive no attached sheathing s specified In ngi g
tes.
EWP Studio Version 18.12.038 Powered by iStructro
EWP Studio Client: Smart Development Date: 3/29/2018 Page 3 of 5
Simpson Strong-Tie 0 Project: Designer. Lee Narver
Component Sol tion T"" Address: Plan 2768 Job Name: 032918-01
Project#:
J8 RFPI 20 11.875" Level:Main Floor
1z
—
o r3 I /
1 SPF 2 SPF 3 SPF
D / 167 1/4" 13'8 3/4"
/ 167 1/4" 13'8 3/4" 1 3/4"
/
30'4"
Member Information Reactions UNPATTERNED lb(Uplift)
Type: Joist Application: Floor Brg Live Dead Snow Wind Const
Spacing: 16"o.c. Design Method: ASD 1 364 137 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 987 370 0 0 0
Deflection LL: 480 Load Sharing: No 3 266 100 0 0 0
Deflection TL: 240 Deck: 23/32 APA Rated Sturd-
Importance: Normal I-FloorOSB Nailed and
Glued
Temperature: Temp<=100°F Vibration: OK
General Load Bearings
Vibration Span: 18-7-1(87%)
Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
Dead: 15 PSF Blocking: 0 °
1 -SPF 5.500" 38% 136/396 533 L_ D+L
2-SPF 5.500" 64% 371/989 1360 LL D+L
Analysis Results 3-SPF 4.000" 30% 99/334 433 _L D+L
Analysis Actual Location Allowed Capacity Comb. Case
Neg Moment-1999 ft-lb 167 1/4" 3640 ft-lb 0.549(55%)D+L LL
Unbraced -1999 ft-lb 167 1/4" 2007 ft-lb 0.996 D+L LL
(100%)
Pos Moment 1729 ft-lb 7'3 3/16" 3640 ft-lb 0.475(48%) D+L L_
Shear 718 lb 16'71/4" 1420 lb 0.505(51%) D+L LL
LL Deft inch 0.189(01030) 8'15/16" 0.405(L/480) 0.470(47%) L L_
TL Defl inch 0.244(L/797) 7'11 7/8" 0.810(L/240) 0.300(30%) D+L L_
LL Bare Defl 0.228(L/853) 8'13/16" 0.540(L/360) 0.420(42%)L 40 PSF L
Design Notes
1 Bottom flange must be laterally braced at a maximum of 3'4"o.c. _
ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments
1 Part.Uniform 0-0-0 to 30-4-0 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 30-4-0 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
Notes cnemicals 5,I=rovida lateral suvport a.bearing points to avoid Manufacturer info Capital Lumber
Calculated Structured Designs is responsible onlyf the Handling&Installation lateral displacement and rotation 2980 National Way,OR
° 6.Web stiffeners for point load as shown rdmimum Roseburg Forest Products USA
structural adequacy of this component based on the 1.IJoist flanges must not be cut or drilled point load bearing length>=3.5 inches 4500 Riddle By-pass Rd 97071
design criteria and loedings shown. It is the 2.Refer to latest copy of the IJoist product informetlon 7.For flat roofc provide proper drainage to prevent Riddle,OR 97469 503-981-4424
responsi C rt of the customer and/or the contractor to details for naming details,stiffener tables,web hole pondln
omponent suitability of the intended chart,bridging details,multi-ply fastening details and g (541)7844005
application,and to verify the dimensions and loads. hantlling/erection details www.roseburg.com
Lumber 3.DamagedlJoistsmust not beused APA.PR-L259,ICC-ES:ESR-1251
1.Dry service conditions,unless noted otherwise 4.Design assumes top flange to be laterally rastrainadCAPITAL
2.IJoist not to ba treated with fire retardant or corrosive o attached sheathing or as specified in engineering
les.
EWP Studio Version 18.12.038 Powered by iStructm" E=ZZI
•
EWP Studio Client: Smart Development Date: 3/29/2018 Page 4 of 5
feei \\ Project: Designer: Lee Narver
Simpson Strong-Tie®
Address: Plan 2768 Job Name: 032918-01
Component SolutionsTM
Project#:
J8 RFPI 20 11.875" Level:Main Floor
4
1
11 7/8
/1SPF 2SP 3SPF
/
14'3/4" 0 16'1 3/4"
/
14'3/4" '. 161 3/4" 1 3/4"
30'2 1/2"
Member Information Reactions UNPATTERNED lb(Uplift)
Type: Joist Application: Floor Brg Live Dead Snow Wind Const
Spacing: 16"o.c. Design Method: ASD 1 279 105 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 984 866 615 0 0
Deflection LL: 480 Load Sharing: No 3 348 130 0 0 0
Deflection TL: 240 Deck: 23/32 APA Rated Sturd-
Importance: Normal I-FloorOSB Nailed and
Glued
Temperature: Temp<=100°F Vibration: OK
General Load Bearings
Vibration Span: 18-7-1(85%)
Floor Live: 40 PSFBearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
Blocking: 14'3/4"
Dead: 15 PSF 1-SPF 4.000" 31% 104/341 445 L_ D+L
2-SPF 5.500" 87% 867/1201 2068 LL D+0.75(L+S)
Analysis Results 3-SPF 4.000" 36% 130/383 513 _L D+L
Analysis Actual Location Allowed Capacity Comb. Case
Neg Moment-1978 ft-lb 14'3/4" 3640 ft-lb 0.543(54%)D+L LL
Unbraced -1978 ft-lb 14'3/4" 1980 ft-lb 0.999 D+L LL
(100%)
Pos Moment 1660 ft-lb 23'2 1/2" 3640 ft-lb 0.456(46%) D+L _L
Shear 707 lb 14'3/4" 1420 lb 0.498(50%) D+L LL
LL Defl inch 0.176(U1081) 22'4 13/16" 0.397(L/480) 0.440(44%)L _L
TL Defl inch 0.226(L/842) 22'6" 0.794(L/240) 0.290(29%)D+L _L
LL Bare Defl 0.213(L/896) 22'4 15/16" 0.529(L/360) 0.400(40%) L 40 PSF L
Design Notes
1 Bottom flange must be laterally braced at a maximum of 3'5"o.c.
ID Load Type Location Tn. ft.t Pa r • ivP now . 5 Wind 1.6 Const. 1.5 Comments -
1 Part.Uniform 0-0-0 to 30-2-8 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 30-2-8 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
3 Point 14-0-12 369 lb 0 lb 615 lb 0 lb 0 lb J15
4 Point 14-0-12 128 lb 0 lb 0 lb 0 lb 0 lb Wall Self Weight
Notes chemicals s,provide lateral support at bearing points to avoid Manufacturer into Capital Lumber
lateral displacement and rotation 2980 National Way,OR
Calculated Structured Designs is responsible only of the Handling&Installation s.web stircenere for point load as Shawn Minimum Roseburg Forest Products USA
structural adequacy of this component based on the 1.IJoist flanges must not be cut or dolled point load bearing length°e 3.5 inches 4500 Riddle By-pass Rd 97071
design criteria and loadings shown. It is the 2.Refer to latest copy of Me IJoist product information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469 503-981-4424
responsibility of the customer and/or the contractor to details for Naming details,stircener tables,web hale ponding
(541 784-4005
e the component suitability of the intended chart,bodging details,mulo-ply fastening details and I
application,and to verify the dimensions and loads. handlinglerecoon details www.roseburg.com
Lumber 3.DamagedlJoistsmustnotbeused APA:PR-L259,ICC-ES:ESR-1251 CAPITAL
1.D ditions,unless noted otherwise < b attached sh athing or a to ecfied ill ergirennnd
ry service con y a g or as speci ginee g
2.IJoist oat to be treated with fire retardant or corrosive notes.
EWP Studio Version 1812.038 Powered by iStruct'"
•
• EWP Studio Client: Smart Development Date: 3/29/2018 Page 5 of 5
toy . Simpson Strong-Tie® Project: Designer: Lee Narver
Component SolutionsTM Address: Plan 2768 Job Name: 032918-01
Project#:
J11 R F P 140 11.875" Level:Main Floor
2 'Ym .
e. ..,, /117/8..
/1 SPF 2 SPF 3 SPF
17'73/4" 0 18'41/2" 0 /
/ 17'7 3/4" 18'4 1/2" / '1'2 5/16"
/ /
36'1/4"
Member Information Reactions UNPATTERNED lb (Uplift)
Type: Joist Application: Floor Brg Live Dead Snow Wind Const
Spacing: 16"o.c. Design Method: ASD 1 361 135 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1178 442 0 0 0
Deflection LL: 480 Load Sharing: No 3 383 143 0 0 0
Deflection TL: 240 Deck: 23/32 APA Rated Sturd-
Importance: Normal I-FloorOSB Nailed and
Glued
Temperature: Temp<=100°F
Vibration: OK
General Load Bearings
Vibration Span: 22-6-4(81%)
Floor Live: 40 PSF
Blocking: 17'7 3/4",36'1/4" Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
Dead: 15 PSF 1-SPF 4.000" 36% 135/423 558 L_ D+L
2-SPF 5.500" 61% 442/1179 1622 LL D+L
Analysis Results 3-SPF 2.750" 43% 143/434 577 _L D+L
Analysis Actual Location Allowed Capacity Comb. Case
Neg Moment-2818 ft-lb 17'7 3/4" 4855 ft-lb 0.581(58%) D+L LL
Unbraced -2818 ft-lb 17'7 3/4" 2827 ft-lb 0.997 D+L LL
(100%)
Pos Moment 2178 ft-lb 281 3/4" 4855 ft-Ib 0.449(45%)D+L _L
Shear 822 lb 17'7 3/4" 1550 lb 0.531(53%)D+L LL
LL Defl inch 0.246(L/890) 272 1/4" 0.455(L/480) 0.540(54%) L _L
TL Defl inch 0.309(L/706) 273 15/16" 0.910(L/240) 0.340(34%)D+L _L
LL Bare Defl 0.288(L/758) 27'2 7/16" 0.607(L/360) 0.480(48%) L 40 PSF L
Design Notes
1 Bottom flange must be laterally braced at a maximum of 47 o.c.
ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments
1 Part.Uniform 0-0-0 to 36-0-4 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 36-0-4 0-8-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF
Notes chemicals 5.Provide lateral support at bearing points to avoid Macttitataia'er tate Capital Lumber
Calculated Structured Designs Is responsible only of the Handling&Installationatera diaplacament and mta6on 2980 National way,OR
structural adequacy or Iris component basad on the
6.Web oad been for point load as shown Minimum Roseburg Forest Products USA
design criteria and loadings shown. It is tree t'(Joist flanges must not be cut or ddged point load bearing length>.3.5 inches 4500 Riddle By-pass Rd 97071
responsibility of the customer and/or the contractor to 2.Refer to latest copy of the IJo,et product information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469
details for framing details,-piy far tables,web hole ding 503-981-4424
e e the component suitability of the intended chart,bndgin9 details,mull-ply fastening details and pen (541)784-4005
application,and to verity the dimensions and loede. handling/erection details www.roseburg.corn
Lumber 3.DamagedlJoistsmus not beusad APA:PR-L259,ICC-ES:ESR-1251 CAPITAL
a.Dea gn aaaumea top nange m be la eranv reavained
1.Dry service conditions,unless noted otherwise by attached sheathing or as specified in angineedng
2.(Joist not to be treated vnth fire retardant or corrosive notes.
EWP Studio Version 18.12.038 Powered by iStruct'a t
EWP Studio
Client: Smart Development Date: 3/29/2018 Page 1 of 4
1' ., Simpson Strong-Ties Project: Designer: Lee Narver
Component SoIuonsTM Address: Plan 2768 Job Name: 032918-01
Project#:
J1 RFPI 20 11.875" Level:Roof
2 '2 Hanger(LSSUI25)
CO - ,`
n gig 518
V I 117/8„
1 ' -'
" 13'7"
2' / 13'71/2" /'13/4"
/
15'7 1/2"
Member Information Reactions UNPATTERNED lb (Uplift)
Type: Joist Application: Roof Brg Live Dead Snow Wind Const
Spacing: 16"o.c. Slope: 4/12 1 0 188 298 0 0
Moisture Condition: Dry Design Method: ASD 2 0 140 223 0 0
Deflection LL: 480 Building Code: IBC/IRC 2015
Deflection TL: 240 Load Sharing: No
Importance: Normal Deck: Not Checked
Temperature: Temp<=100°F
General Load Bearings
Floor Live: 0 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
Dead: 15 PSF 1-D.Fir 5.500" 20% 188/298 487 LL D+S
Snow: 25 PSF 2- 3.500" 23% 140/225 365 _L D+S
Analysis Results Hanger
Analysis Actual Location Allowed Capacity Comb. Case
Neg Moment-109 ft-lb 2' 4186 ft-lb 0.026(3%) D+S L_
Unbraced -109 ft-lb 2' 4163 ft-lb 0.026(3%) D+S L_
Pos Moment 1142 ft-lb 811" 4186 ft-lb 0.273(27%) D+S _L
Unbraced 1142 ft-lb 8'11" 1147 ft-lb 0.996 D+S _L
(100%)
Shear 348 lb 2'2 3/4" 1633 lb 0.213(21%) D+S LL
LL Defl inch 0.097(U1712) 810" 0.347(L/480) 0.280(28%) S _L
TL Defl inch 0.157(U1059) 8.101/r 0.694(L/240) 0.230(23%)D+S _L
LL Cant -0.040 Lt Cant 0.200 0.201(20%) S _L
(2L/1258) (2L/480)
TL Cant -0.064 Lt Cant 0.300 0.213(21%) D+S _L
(2L/792) (2L/240)
Design Notes
1 Fill all hanger nailing holes.
2 Use solid wedge bearings or metal variable pitch connector at each bearing.
3 Attach with enough nails to prevent sliding between the joist and the sloped bearing wedge at
each support.
4 Top flange must be laterally braced at a maximum of 4'8"o.c.along the slope.
5 Bottom flange must be laterally braced at a maximum of 73"o.c.along the slope.
6 Web stiffeners required at Bearing 2.
Notes ehemmals 5.Provide lateral support at bearing points to avoid Adanufec:ltnrer 6r'f0 Capital Lumber
Calculated structured 5esi5nsis responsible only or the Handling A.Installation lateralodiaplaoement ane rotadona 2980 National Way,OR
6.Web ere mr point load shown Minimum Roseburg Forest Products USA
structural adequacy of this component basad on the t,IJoistflangasmustnotbecutordnlled pointload adbeaonglength>=3.5inches 4500 Riddle By-pass Rd 97071
design uiteoa antl loadings Shown. If is the 2.Refer to latest copy of the(Joist product information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469 503-981-4424
responsibility of the customer andlor the contractor to details far framing details,stiffener tables,web hole pondin
e the component suitability of the intended chart,bodging details,multi-ply fastening details and g (541)784-4005
application,and to verify Ne dimensions and loads. handling/erection details www.roseburg.com
Lumber 3.Damaged!Joists must not be used APA:PR-L259,ICC-ES:ESR-1251
1.Dry service conditions,unless noted otherwise 4.Design assumes tap flange to be laterally restrained
2.(Joist not to be treated vnih fro retardant or corrosive nY attached sheathing or as specified in engineering
otes.
EWP Studio Version 18.12.038 Powered by iStructro Q
EWP Studio Client: Smart Development Date: 3/29/2018 Page of 4
Simpson Strong-Tie 8 Project: Designer: Lee Narver
Component SolutionsT"
' Address: Plan 2768 Job Name: 032918-01
Project#:
J1 RFPI 20 11.875" Level:Roof
A :II
2 anger(LSSUI
25)
cc) :.''''''' ''''''''''''!"'":77,,,-,:-..•#:' ':' t=0'.1e1;:f.'A,,-.',•,;;.'.. - ,
16'9 518" I117/8„
13'7"
2' 13'7 1/2" y1 3/4"
/_-- 15'7 1/2"
ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments
1 Part.Uniform 0-0-0 to 15-7-8 0-8-0 15 PSF 0 PSF 25 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 15-7-8 0-8-0 15 PSF 0 PSF 25 PSF 0 PSF 0 PSF
Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Into Capital Lumber
lateral displacement aria rotation 2980 National Way,OR
ca ewatea Structured Designs is responsible only of the Handling&Installation 6.Web atiaeners for point load as shown minimum Roseburg Forest Products USA
structural adequacy of this component based on the t.IJoist flanges must not be cut or drilled point load bearing length>.3.5 inches 4500 Riddle By-pass Rd 97071
design oniteda and loadings shown. It Is the 2.Refer to latest copy of the IJoist product information 7.For flat roofs provide proper d'ainage to prevent Riddle,OR 97469 503-981-4424
responsibility or the o"stomer andfor ma oono-actor to details for framing details,stiffener tables,web hole ponding 541 784-4005
e the component suitability of the intended chart,bridging details,multi-ply fastening details and
application,and to verify the dimensions and loads. handling/erection details www.roseburg.com
Lumber 3.DamagedlJoistsmustnotbeub i APA:PR-L259,ICC-ES:ESR-1251 CAPITAL
1.Dry service conditions,unless noted otltarwise 4.Deagn assumes top flange to be laterally restrained
2.IJoist not to be treated with fire retardant or corrosive nn attached sheathing or as spedfied in engineering
tes.
EWP Studio Version 18.12.038 Powered by iStructfm 0
•
EWP Studio Client: Smart Development Date: 3/29/2018 Page 3 of 4
Simpson Strong Tie® Project: Designer Lee Narver
Address: Plan 2768 Job Name: 032918-01
Component SolutionsTm
Project#:
J15 RFPI 20 11.875" Level:Roof
-A-
CO
3 SPF
N �. 2 ,7 311 G„
i• o 1 /11 7/8"
/1' 14'2 1/4" '' 161 1/4" l' 2' p1 3/4"
/
33'5 1/2"
Member Information Reactions UNPATTERNED lb(Uplift)
Type: Joist Application: Roof Brg Live Dead Snow Wind Const
Spacing: 16"o.c. Slope: 4/12 1 0 137 216 0 0
Moisture Condition: Dry Design Method: ASD 2 0 382 604 0 0
Deflection LL: 480 Building Code: IBC/IRC 2015 3 0 186 295 0 0
Deflection TL: 240 Load Sharing: No
Importance: Normal Deck: Not Checked
Temperature: Temp<=100°F
General Load Bearings
Floor Live: 0 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
Dead: 15 PSF 1-SPF 5.500" 15% 137/234 371 LL_L D+S
Snow: 25 PSF 2-SPF 5.500" 40% 382/608 990 _LL_ D+S
Analysis Results 3-SPF 5.500" 20% 186/305 491 L_LL D+S
Analysis Actual Location Allowed Capacity Comb. Case
Neg Moment-1484 ft-lb 152 1/4" 4186 ft-lb 0.354(35%) D+S _LL_
Unbraced -1484 ft-lb 152 1/4" 1496 ft-lb. 0.992(99%) D+S _LL_
Pos Moment 1117 ft-lb 24'7 5/16" 4186 ft-lb 0.267(27%) D+S L_L_
Unbraced 1117 ft-lb 24'7 5/16" 1118 ft-lb 0.999 D+S L_L_
(100%)
Shear 497 lb 152 1/4" 1633 lb 0.305(30%) D+S _LL_
LL Defl inch 0.130(L/1566) 23'9 11/16" 0.423(U480) 0.310(31%) S L_L_
TL Defl inch 0.197(L/1028) 23'10 11/16" 0.845(L/240) 0.230(23%) D+S L_L_
LL Cant -0.050 Rt Cant 0.200 0.248(25%) S L_L_
(2L/1021) (2L/480)
TL Cant -0.075 Rt Cant 0.300 0.250(25%) D+S L_L_
(2L/674) (2L/240)
Design Notes I
1 Use solid wedge bearings or metal variable pitch connector at each bearing.
2 Attach with enough nails to prevent sliding between the joist and the sloped bearing wedge at
each support.
3 Top flange must be laterally braced at a maximum of 4'8"o.c.along the slope.
4 Bottom flange must be laterally braced at a maximum of 4'o.c.along the slope.
Notes chemicals 5.Provide lateral support at bearing points to avoid 1114titifacaurer Into Capital Lumber
lateral displacement and rotation 2980 National Way,OR
Calculated Structured Designs is responsible only of the Handling&Installation 6,web stiffeners for point load as shown Minimum Roseburg Forest Products USA
structural adequacy of the component based on the t.Wet flanges must not be cut or driied point load beadng length>=3.5 inches 4500 Riddle By-pass Rd 97071
design criteria and loadings shown. It is the 2.Refer to latest copy of the[Joist product information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469 503-981-4424
responsibility of the customer and/or the contractor to details for framing details,stiffener tables,web hole ponding
ensure the component suitability of Ore intended chart,bridging details,multi-ply fastening details and (541)784-4005
application,and to verity the dimensions and loads. handling/erection details www.roseburg.com
Lumber 3.Damaged'Joists must not be used APA:PR-L259,ICC-ES:ESR-1251 cAptrAL
1.Dry service conditions,unless noted otherwise 4.Design assumes tap flange to be laterally restrained
2.IJoist not to be treated with fire retardant or corrosive bo attached sheathing or as specified in engineering
tes.
EWP Studio Version 18.12.038 Powered by iStructru
•
EWP Studio Client: Smart Development Date: 3/29/2018 Pagg,*of 4
Simpson Strong-Tie(ID Project: Designer: Lee Narver
Component SolutionsT^" Address: Plan 2768 Job Name: 032918-01
Project#:
J15 RFPI 20 11.875" Level:Roof
•• ��3 SPF
(,)
•.
� .: �� 116;
_ 7/8"
/,,l' 14'2 1/4" 16'3 1/4" " 2' �1 3/4"
33'5 1/2"
ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments
Part.Uniform 0-0-0 to 33-5-8 0-8-0 15 PSF 0 PSF 25 PSF 0 PSF 0 PSF
2 Part.Uniform 0-0-0 to 33-5-8 0-8-0 15 PSF 0 PSF 25 PSF 0 PSF 0 PSF
chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Into Capital Lumber
Noteslateral displacement and rotation 2980 National Way,OR
Calculated Structured Designs is responsible only of the Handling 8 Installation s.Web senenera tot point load as shown Minimum Roseburg Forest Products USA
structural adequacy of this component based on the 1.(Joist flanges must not be cut or driled point load bearing length>=3.5 inches 4500 Riddle By-pass Rd 97071
design criteria end loadings shown. It is the 2.Refer to latest copy of the IJaist product information 7,for flat roofs provide proper drainage to prevent Riddle,OR 97469 503-981-4424
responsibility of the customer andlor the contractor to details tar framing details,stiftenet tables,web hole ponding
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